PROFIS ENGINEERING
Tableau 25. Résistance nominale à l’ acier en tension( N sa) N sa = valeur ESR ESR-4868 Tableau 11
N sa = 19 400 lb / ancrage
Résistance nominale à la rupture du béton en tension( N cbg)
N cbg =
A ACI 318-19 Eq.( 17.6.2.1b) Nc ψ A ec, N ψ ed, N ψ c, N ψ cp, N N b Nc0 h ef = 14,0 po 1,5h ef = 21,0 po 3,0 h ef = 42,0 po
A Nc =( c x- + s x12 + s x23 + s x34 + c x +)( c y- + s y12 + s y23 + s x34 + c y +) =( 21,0 + 4,0 + 4,0 + 16,0 + 21,0)( 6,0 + 4,0 + 8,0 + 8,0 + 21,0) = 3 102 po 2 c x- = ∞ po = 1,5 h ef
ACI 318-19 Fig. R17.6.2.1 b) c x + = ∞ po = 1,5 h ef c y- = 6 po
s x12 = 4 po s x23 = 4 po s x34 = 16 po s y12 = 4 po s y23 = 8 po s y34 = 8 po
A Nc0 = 9( h ef) 2 = 9( 14 po) 2 = 1764 po 2 ACI 318-19 Éq.( 17.6.2.1.4)
ψ ec, N =
1 1 + e ′ N
1.5h e f ACI 318-19 Éq.( 17.6.2.3.1) c y + = ∞ po = 1,5 h ef excentricité dans la direction x ψ ec1, N = 0,875 excentricité dans la direction y ψ ec2, N = 0,955 direction x: e c1, N = 3,0 po 1,5h ef = 21,0 po direction y: e c2, N = 1,0 po 1,5h ef = 21,0 po ψ ec, N =( ψ ec1, N)( ψ ec2, N) =( 0,875)( 0,955) = 0,836
ψ ed, N = 0.7 + 0.3 c a, min 1.5h e f
ψ ed, N = 0,7 +( 0,3)(( 6,0 po / 21,0 po) = 0,786
ACI 318-19 Eq.( 17.6.2.4.1b) c a, min = c y- = 6,0 po 1,5 h ef = 21,0 po
ψ c, N = 1,0 béton fissuré ou non fissuré Consultez ACI 318-19 17.6.2.5.1
ψ cp, N = MAX c a, min | 1, 5h e f
= 1.0 béton fissuré Consultez ACI 318-19 17.6.2.6.1. c ac c ac
N b = k c, xxxx λ a f ′ c h e f
1.5
Béton de poids normal: λ = 1,0 → λ a = 1,0 N b =( 17)( 1,0)( 3 500 psi) 0, 5( 14,0 po) 1, 5
N cbg =
A Nc A Nc0
= 52 684 lb
ψ ec, N ψ ed, N ψ c, N ψ cp, N N b
N cbg =( 3102 po 2 / 1764 po 2)( 0,836)( 0,786)( 1,0)( 1,0)( 52 684 lb) = 60 877 lb
ACI 318-19 Éq.( 17.6.2.2.1) ACI 318-19 Tableau 17.2.4.1 k c, cr = 17 Consultez la norme ESR-4868 tableau 12 f’ c = 3500 psi h ef = 14,0 po
A Nc = 3102 po 2 A Nc0 = 1764 po 2. c., N = 0,836. c., N = 0,786. c., N = 1,0. Cp., N = 1,0 N b = 52 684 lb
[ en ] October 2025 106